基于构件损伤的某超限剪力墙结构抗震性能评估
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摘要
采用大型有限元软件ABAQUS对某超限剪力墙结构进行罕遇地震作用下的动力弹塑性时程分析.提出了对应不同性能要求评定构件损伤的损伤指标,从结构整体地震响应与主要受力构件的损伤破坏层面上,对该超限剪力墙结构开展抗震性能评估.结果表明:在不同罕遇地震动作用下,结构各楼层最大层间位移角为1/154,小于规范限值,结构整体变形满足预期的性能目标;根据构件破坏状态评估可知,强震下结构部分剪力墙,连梁和框架梁发生了轻微损伤破坏,达到了预期制定的构件性能目标.
Dynamic elastic-plastic time history analysis of a high-rise shear wall building under strong ground motion was carried out by employing the finite element software ABAQUS.The damage index corresponding to different performance requirements was proposed.And based on seismic responses of the integral structure and damages of the structural components,seismic performances of the high-rise shear wall building were evaluated.Results show that the maximum inter-story drift angle of the building is 1/154,less than the limit defined in the specification.For the structural components,slight damage can be found partly in shear walls,coupling beams and frame beams under strong ground motions.In general,for integral deformations and component's damages,the seismic performance objective can be met.
Dynamic elastic-plastic time history analysis of a high-rise shear wall building under strong ground motion was carried out by employing the finite element software ABAQUS.The damage index corresponding to different performance requirements was proposed.And based on seismic responses of the integral structure and damages of the structural components,seismic performances of the high-rise shear wall building were evaluated.Results show that the maximum inter-story drift angle of the building is 1/154,less than the limit defined in the specification.For the structural components,slight damage can be found partly in shear walls,coupling beams and frame beams under strong ground motions.In general,for integral deformations and component's damages,the seismic performance objective can be met.
引文
[1]周云.高层建筑结构设计[M].武汉:武汉理工大学出版社,2008:2-3.ZHOU Y.High-rise building structure design[M].Wuhan:Technology Press of Wuhan University,2008:2-3.
[2]GB50011-2011建筑抗震设计规范[S].GB50011-2011 Code for seismic design of buildings[S].
[3]JGJ3-2010高层建筑混凝土结构设计规程[S].JGJ3-2010 Technical specification for concrete structures of tall building[S].
[4]吴轶.10#E型住宅楼罕遇地震弹塑性时程分析[R].广州:广州大学,2011.WU Y.Elasto-plastic time history analysis on 10#E buliding[R].Guangzhou:Guangzhou University,2011.
[5]Federal Emergency Management Agency.Multi-hazard loss estimation methodology,Earthquake model.HAZUS-MHMR1Technical Manual[S].Washington,DC,2003.
[6]季静,陈学伟,何慧贤,等.基于概率和位移的框支剪力墙结构抗震性能评估方法[J].地震工程与工程振动,2009,29(6):108-114.JI J,CHEN X W,HE H X,et al.Seismic performance evaluation method of shear wall structure based on the probability anddisplacement[J].Earth Eng Eng Vib,2009,29(6):108-114.
[7]曲哲.摇摆墙—框架结构抗震损伤机制控制及设计方法研究[D].北京:清华大学,2010:7-10.QU Z.Seismic damage mechanism control and design method of rocking wall frame structure[D].Beijing:Tsinghua Universi-ty,2010:7-10.
[8]江见鲸,陆新征,叶列平.混凝土结构有限元分析[M].北京:清华大学出版社,2003:225-233.JIANG J J,LU X Z,YE L P.Concrete structure finite element analysis[M].Beijing:Tsinghua University Press,2003:225-233.
[9]过镇海,时旭东.钢筋混凝土原理和分析[M].北京:清华大学出版社,2003.GUO Z H,SHI X D.The principle and analysis of reinforced concrete[M].Beijing:Tsinghua University Press,2003.
[10]CECS160:2004建筑工程抗震性态设计通则[S].CECS160:2004 General rule for performance-based seismic design of buildings[S].
[11]陈清军,袁伟泽,曹丽雅.长周期地震波作用下高层建筑结构的弹塑性动力响应分析[J].力学季刊,2011,32(3):404-405.CHEN Q J,YUAN W Z,CAO L Y.The elastic-plastic dynamic response analysis of high-rise buliding under the long periodearthquake motion[J].Chin Quart Mech,2011,32(3):404-405.
[2]GB50011-2011建筑抗震设计规范[S].GB50011-2011 Code for seismic design of buildings[S].
[3]JGJ3-2010高层建筑混凝土结构设计规程[S].JGJ3-2010 Technical specification for concrete structures of tall building[S].
[4]吴轶.10#E型住宅楼罕遇地震弹塑性时程分析[R].广州:广州大学,2011.WU Y.Elasto-plastic time history analysis on 10#E buliding[R].Guangzhou:Guangzhou University,2011.
[5]Federal Emergency Management Agency.Multi-hazard loss estimation methodology,Earthquake model.HAZUS-MHMR1Technical Manual[S].Washington,DC,2003.
[6]季静,陈学伟,何慧贤,等.基于概率和位移的框支剪力墙结构抗震性能评估方法[J].地震工程与工程振动,2009,29(6):108-114.JI J,CHEN X W,HE H X,et al.Seismic performance evaluation method of shear wall structure based on the probability anddisplacement[J].Earth Eng Eng Vib,2009,29(6):108-114.
[7]曲哲.摇摆墙—框架结构抗震损伤机制控制及设计方法研究[D].北京:清华大学,2010:7-10.QU Z.Seismic damage mechanism control and design method of rocking wall frame structure[D].Beijing:Tsinghua Universi-ty,2010:7-10.
[8]江见鲸,陆新征,叶列平.混凝土结构有限元分析[M].北京:清华大学出版社,2003:225-233.JIANG J J,LU X Z,YE L P.Concrete structure finite element analysis[M].Beijing:Tsinghua University Press,2003:225-233.
[9]过镇海,时旭东.钢筋混凝土原理和分析[M].北京:清华大学出版社,2003.GUO Z H,SHI X D.The principle and analysis of reinforced concrete[M].Beijing:Tsinghua University Press,2003.
[10]CECS160:2004建筑工程抗震性态设计通则[S].CECS160:2004 General rule for performance-based seismic design of buildings[S].
[11]陈清军,袁伟泽,曹丽雅.长周期地震波作用下高层建筑结构的弹塑性动力响应分析[J].力学季刊,2011,32(3):404-405.CHEN Q J,YUAN W Z,CAO L Y.The elastic-plastic dynamic response analysis of high-rise buliding under the long periodearthquake motion[J].Chin Quart Mech,2011,32(3):404-405.
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